Seismic Performance of Rectangular Hollow Section X-Joints Subjected to In-Plane Bending Moment
Abstract
:1. Introduction
2. Experimental Procedure
2.1. Design of the Specimens
2.2. Loading System, Loading Procedure and Measurement Arrangement
3. Experimental Results
3.1. Phenomena and Failure Modes
3.2. Curves
3.3. Strength
3.4. Ductility Evaluation
3.5. Energy Dissipation Evaluation
4. Numerical Study
4.1. Finite Element (FE) Models
4.2. Compared with Test Results
4.3. Load Transfer Mechanism Analysis
5. Conclusions
- Two RHS X-joint specimens have different failure mode: the X-joint with large β (β = 1.0) is failed by the tearing of the weld near the brace root, while the X-joint with medium β (β = 0.83) finally failed owing to the tearing of the weld and the adjacent chord face. Both two X-joints experienced remarkable plastic development on the faces and sidewalls of the chord before the tearing failure.
- An increase in β (from 0.83 to 1.0) can remarkably increase the flexural strength of the X-joints but compromises the deformation capacity, energy dissipation capability, and ductility ratio.
- The current code equations provide a conservative prediction of the strength of the RHS X-joints subjected to IPBM. In contrast, the modified equations, which consider the influence of weld size provide a well prediction of the strength.
- The FE models, considering material damage, can simulate the strength degradation behavior of the hysteretic curves after the cracking of the RHS joints, so its hysteretic curves are close to the test results.
- A load transfer mechanism of the RHS joints and FE strain analysis results are used to further interpret the reasons behind the experimental observations.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
Nomenclature
H, B, T | depth, width and thickness of the chord, respectively |
h, b, t | depth, width and thickness of the brace, respectively |
β | brace-to-chord width ratio (b/B) |
β1 | brace depth-to-the chord width ratio (h/B) |
γ | chord width-to-thickness ratio (B/T) |
ζ | fracture elongation |
τ | brace-to-chord thickness ratio (t/T) |
χ | chord depth-to-width ratio |
fu | ultimate strength |
fcy | yield strength of the chord |
E, Et | elastic and tangential hardening modulus of steel, respectively |
Mi | in-plane bending moment (IPBM); Miu ultimate flexural strength under IPBM |
ψy, ψu | yield rotation and the ultimate rotation |
μ | ductility ratio of the joints (ψu /ψy) |
P | reaction force at brace end |
δ | total vertical deflection of the load center with respect to the chord |
Etot | accumulative energy dissipation |
Ey | elastic energy of the specimens |
ηtot | accumulative energy dissipation ratio (Etot /Ey) |
ηa | energy dissipation ratio |
ηtr | stress triaxiality |
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Specimen | H × B × T/mm | H × b × t/mm | β | β1 | γ | τ | χ |
---|---|---|---|---|---|---|---|
RHS-0.83 | 180 × 180 × 6 | 150 × 150 × 6 | 0.83 | 0.83 | 30 | 1 | 1 |
RHS-1.0 | 180 × 180 × 6 | 180 × 180 × 6 | 1.0 | 1.0 | 30 | 1 | 1 |
Section (H × B × T/mm3) | fy/MPa | fu/MPa | E/GPa | ζ/(%) |
---|---|---|---|---|
150 × 150 × 6 | 392.5 | 533.1 | 201 | 31.1 |
180 × 180 × 6 | 385.9 | 535.5 | 206 | 30.9 |
Specimens | Miu-test/(kN·m) | Miu-EC3-FP/(kN·m) | Miu-EC3-SC/(kN·m) | Miu-EC3-FP/Miu-test | Miu-EC3-SC/Miu-test |
---|---|---|---|---|---|
RHS-0.83 | 28.1 | 21.7 | - | 0.77 | - |
RHS-1.0 | 61.8 | - | 40.8 | - | 0.66 |
Specimen | ψiy+ | ψiy− | ψiu+ | ψiu− | μ+ | μ− | |
---|---|---|---|---|---|---|---|
RHS-0.83 | brace1 | 0.0101 | 0.0131 | 0.0458 | 0.0446 | 4.53 | 3.40 |
brace2 | 0.0098 | 0.0127 | 0.0449 | 0.0442 | 4.58 | 3.48 | |
RHS-1.0 | brace1 | 0.0075 | 0.0085 | 0.0228 | 0.0198 | 3.04 | 2.33 |
brace2 | 0.0070 | 0.0084 | 0.0219 | 0.0205 | 3.13 | 2.44 |
Specimens | Etot/(kN·mm) | Ey/(kN·mm) | Ea/(kN·mm) | Etri/(kN·mm) | ηtot | ηa |
---|---|---|---|---|---|---|
RHS-0.83 | 11,206 | 155.8 | 1101 | 898 | 71.9 | 1.23 |
RHS-1.0 | 7993 | 207.6 | 1287 | 1198 | 38.5 | 1.07 |
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Zhao, B.; Lin, C.; Wang, R.; Lin, S. Seismic Performance of Rectangular Hollow Section X-Joints Subjected to In-Plane Bending Moment. Buildings 2023, 13, 2503. https://doi.org/10.3390/buildings13102503
Zhao B, Lin C, Wang R, Lin S. Seismic Performance of Rectangular Hollow Section X-Joints Subjected to In-Plane Bending Moment. Buildings. 2023; 13(10):2503. https://doi.org/10.3390/buildings13102503
Chicago/Turabian StyleZhao, Bida, Chuhao Lin, Rong Wang, and Shikang Lin. 2023. "Seismic Performance of Rectangular Hollow Section X-Joints Subjected to In-Plane Bending Moment" Buildings 13, no. 10: 2503. https://doi.org/10.3390/buildings13102503